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C Page 1 e C U ...m. Based on the 2009 international Residential Code existing house floor construction ledger board attachment to existing house ......m we pm mm wm gm post-to-beam connection (flush , tight bearing) post ioist-to-beam connection footing Where applicable, provisions and details contained in this document are based on the International Residential Code (IRC) [bracketed text references applicable sections of the IRC]. Prescriptive construction methods recommended meet or exceed minimum requirements of the IRC. Provisions that are not found in the IRC are recommended as good industry practice. Where differences exist between provisions of this document and the IRC, provisions of the [RC shall apply. This document is not intended to preclude the use of other construction methods or materials. All construction and materials must be approved by the authority having jurisdiction. Every effort has been made to reflect the language and intent of the IRC. However, no assurance can be given that designs and construction made in accordance with this document meet the requirements of any particular jurisdiction. Copyright © 2010 American Forest & Paper Association, Inc. Page 2 CONTENTS MINIMUM DECKING REQUIREMENTS ......................................... ..3 JOIST SIZE ....................................................................... ..3 BEAM SIZE & ASSEMBLY REQUIREMENTS DECK FRAMING PLAN ................................................. ..6 JOIST-TO-BEAM CONNECTION....................................7 JOIST HANGERS POST REQUIREMENTS ................................................. ..7 RIM JOIST LEDGER ATTACHMENT REQUIREMENTS...............10 PROHIBITED LEDGER ATTACHMENTS ................. .. 12 LEDGER BOARD FASTENERS .................................. .. 12 FREE~STAN DING DECKS ........................................... .. 14 DECK STABILITY ........................................................ .. 14 GUARD REQUIREMENTS l5 GUARD POST ATTACHMENTS ................................ .. 16 STAIR REQUIREMENTS ............................................. .. 17 STAIR HANDRAIL REQUIREMENTS ....................... .. 18 STAIR FOOTIN G REQUIREMENTS .......................... .. 19 STAIR LIGHTING REQUIREMENTS ......................... .. 19 FRAMING AT CHIMNEY OR BAY WINDOW ......... .. 19 MINIMUM RE! QUIREMENTS 1. This document applies to single level residential wood decks only. 2. All lumber shall be identified by the grade mark of, or certificate of inspection issued by, an approved lumber grading or inspection bureau or agency (www.alsc.org). All lumber shall be a naturally durable species (such as Redwood or Western Cedars) or be pressure-treated with an approved process and preservative in accordance with American Wood Protection Association standards (such as but not limited to those shown in Table 1) [R317 and R318]. All lumber in contact with the ground shall be approved preservative treated wood suitable for ground contact. [R3 17.1.2] 3. All nails shall meet the requirements of AST M F 166 7. Threaded nails as stated in this document include helical (spiral) and annular (ring-shank) nails. Wood screws shall meet the requirements of ANSI/ASME B18.6.1. Bolts and lag screws shall meet the requirements of ANSI/ASME B1 8.2.]. 4. Throughout this document, 1/2" diameter bolts and lag screws are specified for various connections. Edge distance and spacing requirements are based on 1/1" diameter fasteners. If larger (or smaller) fasteners are specified, edge distance and spacing needs to be adjusted. 5. To resist corrosion, the following is required [R3173]: I“ All screws, bolts, and nails for use with preservative treated wood shall be hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze, or copper. Fasteners to be hot-dipped galvanized shall meet the requirements of AST M A 153, Standard Specflicationfor Zinc Coating (Hot-Dip) on Iron and Steel Hc2rdware, Class D for fasteners 3/8" diameter and smaller or Class C for fasteners with diameters over 3/8". I Fasteners other than nails and timber rivets shall be pennitted to be of mechanically deposited zinc— coated steel with coating weights in accordance with ASTM B 695, Class 55, minimum. " All hardware (joist hangers, cast—in-place post anchors, etc.) shall be galvanized or shall be stainless steel. Hardware to be hot-dipp ed prior to fabrication shall meet ASTMA 653, Standard Specification for Steel Sheet, Zinc-Coated (Galvanizerfl or Zfnc—lron Alloy-Coated (Galvannealed) by the Hot-Dip Process, G-185 coating. Hardware to be hot—dipped galvanized after fabrication shall meet ASTM/1123, Spec{ficati'0nf0r Zinc (Hot-Dip Galvanizeafl Cortfings on Iron and Steel Products. I‘ Fasteners and connectors exposed to salt water or located within 300 feet of a salt water shoreline shall be stainless steel grade 304 or 316. 1‘ Other coated or non-ferrous fasteners or hardware shall be as approved by the authority having jurisdiction. 6. Decks supporting large concentrated loads such as hot tubs are beyond the scope of this document. 7. This document does not apply to decks which will experience snow loads, snow drift loads, or sliding snow loads that exceed 40 psf. This document does not address wind or seismic design issues. 8. Flashing shall be corrosion-resistant metal [R7038] of minimum nominal 0.0l9~inch thickness or approved non-metallic material. Aluminum should not be used in direct contact with lumber treated with preservatives that contain copper such as ACQ, Copper Azole, or ACZA. Decks shall 11ot be used or occupied until final inspection and approval is obtained. 10. This document is not intended to preclude the use of other construction methods or materials not shown herein. American Wood Council Page 3 Table 1. Common preservative treatments and retention levels (pcf) for sawn lumber in ground contact? Species ACQ-B ACQ-C ACQ-D CA-B CUN-W Southern Pine 0.40 0.40 0.40 0.21 0.11 Douglas Fir-Larch 0-40 0-40 NR 0.21 0.11 Hem_Fjr 0.40 0.40 0.40 0.21 0.11 ponderosa pine 0.40 0.40 0.40 0.21 0.11 Red pine 0.40 0.40 0.40 0.21 0.11 gpruce_pine_|:ii- NR 0.40 NR NR NR Redwood NR NR NR NR NR 8 Preservatives and retentions listed in Table 1 are based onthe American Wood Protection Association (AWPA) Book of Standards. NR = Treatments Not Recommended. DECKING RE UIREMENTS Decking not meeting these requirements may be substituted when the product has been approved by the All decking material shall be composed of dimension . . . . . . authonty havm g jurisdiction. lumber (2" nominal thickness) or span rated decking in accordance with the American Lumber Standard Committee Policy for Evaluation of Recommended -TOIST SIZE Spamfor Span Ralied Deckmg_P'_r0d”,c-is (November 5’ The span of a joist is measured from the centerline of 20.04)‘ Attach (leaking to each-‘Dist with 2'8d threaded hearing at one end of the joist to the centerlinc of bearing Halls Or. 2_#8 Sc1re:'["S' Space de°,k‘“g boards . at the other end of thejoist and does not include the appl-Oxiinately /.8 apart‘ See FI‘(’:m-6. 1.1 for dec.kmg length of the overhangs. Use Table 2 to determine joist connection 1‘equ1ren1ents at the rnnjoist. Deciong may Span basad on lumber S-1Z C and}-Gist Spacing’ Sec Figum be placed from an angle pmpendicular to the joists to an 1 and Figure 2 for joist Span types“ angle of 45 degrees to the joists. Each segment of decking must bear on a minimum of 4 joists (or 4 supports). Table 2. Maximum Joist Spans (LJ) Joist Spacing (o.c.) Without (1)verhan<_:;s1 With Overhangs up to L_,i42 Species Size 12" 1 6" 24" 12" 16" 24" Southern Pine 2x10 17‘ ~ 5“ 15'-10" 13‘ - 1“ 15' — 6" 15' - 6" 13' ~ 1" 2x12 18‘-0“ 18' ~0" 15' -5" 18‘ - 0" 18' - 0" 15'- 5" Douglas Fir. 2x8 12' - 6" 11' - 1" 9‘ - 1" 9‘ - 5" 9‘ - 5" 9'-1" Larch, Hem-Fir, 2x10 15' - 8" 13' - 7" 11' -1" 13' — 7" 13’ - 7" 11‘ - 1" SPF3 2x12 18‘ - 0" 15‘ - 9" 12‘ - 10" 18' - 0" 15‘ - 9" 12' ~10" Redwood, 2X8 11' - 8" 10' - 7" 8' — 8" 8' — 6" 8‘ - 6" 8' — 6" Western Cedars . .. . .. . .. . H . .. . .. Ponderosa Pinei, 2x10 14 ~11 13 -0 10 -7 12 -3 12 -3 10 -7 Red Pine“ 2X12 17‘—5" 15'-1I1 12‘-4" 16'-5" 15'-1" 12‘~4" 1. Assumes 40 psf live load. 10 psf dead load, U360 deflection, No. 2 grade, and wet service conditions. See Figure 18. 2. Assumes 40 psi live load, 10 psfdead load, U180 cantilever deflection with 220 lb point lead, No. 2 grade, and wet service conditions. See Figure 1A and Figure 2. 3. lncislng assumed for refractory species including Douglas fir-iarch, hem-fir, and spruce-pine-fir. 4. Design values based on northern species with no incising assumed. American Forest & Paper Association Page 4 " B Figure 1A. Joist Span —- Deck Attached at House and Bearing Over Beam Z/—optional overhang existing W6" —-~ ”I3EZJEIZJEII it it ll ll it it it It it it 1r it II II ®~ rim joist joist hanger —r- ~~~~~~~~~ -~ 1 beam (fiush,._.-P \ tight bearing) - joist ledger board — --_ Post ‘/_//W __ LJ/4 maximum__ Joist Span (LJ): see Table 2 ‘_' overhang P l it Figure 1B. Joist Span —Joists Attached at House and to Side of Beam joist existing wall -—-—~|- it it it ii [I it II II II it II II II ll beam*--~~——joist hanger joist hanger-—-~ \ r *Note: beam depth must be equal to or greater than joist ‘edger board — depth ifjoist hangers are used f_ post -4- Joist Sloan (L3): see Table 2 ll Figure 2. Joist Span — Free Standing Deck Z(—opti0nal overhang optional overhang—\_ '-__]£::][:: it it ll it it II II II II 1: ll it |l‘::][::3[: m—-— rim joist rim joist‘-—K beam ——--~ \ beam-—--~ (flush, tight joist (flush, tight bearing) post bearing) A-*— post 4 L_J/4 maximu_r_n __' Joist Span (LJ)I see Tabie 2 __ _i-j/4 maXimuIE F-. overhang? __ 7'“ overhang P American Wood Councit Page 5 Wm. WU . MUN“ ..w. W. T. by U in H. mN M 0 . 0 ..K C E Q .H.D WHO. . ..0..H . ~.S. EH R. E W. T-. e U R. U .0 NS ..E H R. P H Joists shall not frame in from opposite sides of the same beam. See JOIST-TO-BEAM CONNECTION details, Figure 6. Where multiple 2x members are used, the deck’s beam is assembled by attaching the members identified in Table 3 in accordance with Figure 4. [Table R602.3(1)] BEAM SIZE & ASSEMBLY RE UIREMENTS Deck beam spans shall be in accordance with Table 3 and can extend past the post centerline up to LB/4 as shown in Figure 3. Joists may bear on the beam and extend past the beam centerline up to L;/4 as shown in Figures 1A and 2, or the joists may attach to the side of the beam withjoist hangers as shown in Figure 1B. Table 3. Deck Beam Spans (LB)'I for Joists Framing from One Side Only Joist Spans (LJ) Less Than or Equat to: 18' 14' 10' Size4 Species 2-2x6 2-2X8 2-2X10 Southern 2-2x12 Pine 3-2x6 3-2x8 3-2X10 3-2x'i 2 3x8 or 2-2x8 32410 or 2-2x10 Douglas Fir- Western 4x12 3-2x6 3-2x8 3-2x10 Cedars, Ponderosa Pines, Red Pine3 81- -1" 121-.1" 3-2x12 I. Assumes 40 psi live load, ‘t0 psf dead loadr L/360 simple span beam deflection limit, U180 cantilever deflection limit, No. 2 grade, and wet service conditions. 2. lncising assumed for refractory species including Douglas fir-larch, hem-fir, and spruce-pine-fir. 3 Design values based on northern species with no incising assumed. 4. Beam depth must be equal to or greater than Ioist depth ifjolst hangers are used (see Figure 6, Option 3). Figure 3: Beam Span Types optional overhang (may occur at each end) joists above 7\ \—beam splices at interior post locations \—beam --=——-post, typical Le): see Table 3 bearn span (Le); see Table 3 LBI4 max. "I overhang beam span ( LBI4 max. overhang American Forest & Paper Association Page 6 i ' Figure 4. Beam Assembly Details ttlcl threaded nall or #10 wood 2 threaded nails or screws at each and or screw 23” long, staggered In splice end; splices shall be located only over - /V2 rows interior posts (Figure 3) W / 1' \\ \ \ . - I . if a beam ls constructed wlth 3-members, _/ 16" attach each outslcle member to the inslcle * t ‘cal "" member as shown here. yp DECK FRAMING PLAN A framing plan shows the joist and beam layout; the location of the ledger board, posts, and footings, and the type, size, and spacing of the ledger board fasteners. See Figure 5 for an example of a typical deck framing plan. Figure 5. Typical Deck Framing Plan Lumber specles: (see Table 1) A Li I" '1 r“ '1 1- '1 r'§Ctiln1‘ne§/bi ‘H —| -1 F 1 [-1 ____X__tedger L 1 | N Q m k Flay ll'\llnt 2" min.__ //——deot< joist 1-528" min. ‘-5"‘/Q) " max. F 2» min H — 112" diameter tag 2x floorjoist, ,, |'>< screws or wood I-joist, J . M thr0ugh~bo|ts with or MPCWT - - ' . washers 4 ' Q ' joist hanger I existing -—-——|-Y ~ ' 1 " _ , . I 2x ledger board; must be greater foundation wan 1/1 than or equal to the depth of the deck joist and no greater than the depth of the band joist ' Figure 15. Attachment of Ledger Board to Foundation Wall (Concrete or Solid Masonry) embed anchors per manufacturer recommendations to resist corrosion and decay, /_ this area should be caulked H ,/——-deck joist %. . -112" diameter - . approved expansion. ‘’ ' r ' epoxy, or adhesive .' " : anchors with washers =. Q 4 ‘ joist hanger ‘/1 2x ledger board; must be greater than or equal to the size of the joist existing concrete beeps’ or solid masonry ' wall Figure 16. Attachment of Ledger Board to Foundation Wall (Hollow Masonry) embed anchors . to resist corrosion and per manufacturer 7 _ recommendations ' decay, this area should be caulked . dsckjoist extstmg hollow masonry wan 112" diameter approved block cells fitted epoxy or adhesive with grout or anchors with washers concrete at anchor locations ‘ joist hanger (new conslrucuon) |<——>—l 2x ledger board; must be greater 8" block wait than or equal to the size of the joist minimum American Forest & Paper Association Page 12 PROHIBITED LED GER ATTACHMENTS deck shall be free-standing (see FREBSTANDING Attachments to exterior veneers (brick, rnasomy, stone) DECKS). and to cantilevered floor overhangs or bay windows are prohibited (see Figures 17 and 18). In such cases the Figure 17. No Attachment to or Through figure 18. No Attachment to House Overhang Exterior Veneers (Brick, Masonry, Stone) HQ» | X r--l deck joist -—~—brici< M veneer or masonry _ =- chimney LEDGER BOARD FASTENERS nominal lumber band joist (1-1/1" actual) or EWP rim Only those fasteners noted below are permitted. LEAD board bearing on a sill plate or wall plate shall be ANCHORS ARE PROHIBITED. constructed with 1/1" lag screws or bolts with washers per Table 5 and Figure 19 (see MINIMUM Deck ledger connection to band joist or rim board. REQUIREMENTS). The connection between a deck ledger and a 2-inch Table 5. Fastener Spacing for a Southern Pine, Douglas Fir-Larch, or Hem-‘Fir Deck Ledger and a 2-inch Nominal Solid-Sawn Spruce-Pine»~FiF‘9 Band Joist or EWP Rim Board6 (Deck Live Load = 40 psf, Deck Dead Load = 10 psf)3‘6 Rim Board 6'-0" 6'-1“ 8'-1" 10‘-1 " 12‘-1" 14'-1" 16'-1" Joist Span or and to to to to to to Band Joist less 8'-0" 10‘-0" 12'-ii" 14'-0" 16‘-0" 18'-0" Connection Details On-Center Spacing of Fastener-s“'5 I1 6 ll 1| I! I! [I I! ll 1/2" diameter tag SCFGW 1 53" Z?“ 1211 12H 13:! 190" 3" 15l'32" maximum sheathing1 ' B 79 .. .. .. 1. .. i H “ 1-1/2“ Lumber‘ 30 23 18 15 13 11 10 " - ‘ 1" 2411 .18" 14-I1 2“ 10" 9" 8" 15 1/2 diam eter 1-1] H 28" 21“ 16" 14" 12" 10" 9|! 132'‘ maximum sheathing "3 7,9 .. H n if H H 1! ‘l-% Lumber 36 36 34 29 24 21 19 15 1 2“ diameter bolt with 1“ EWl1>H 24" 18“ 14" 12" 10" 9“ 8" lazn maximum Sheath“-.9 and 1_1l8“ 2811 21" 1611 14" 12" 101: 9|: ‘/2“ stacked washers '8 1-1/2" |_|_|mber7'9 36" 36" 29" 24" 21 " 18" 16" The tip of the lag screw shall fully extend beyond the inside face of the band joist. The maximum gap between the face of the ledger board and face of the wall sheathing shall be 1/2". Ledgers shall be flashed or caulked to prevent water from contacting the house band joist (see Figures 14, 15, and 16). Lag screws and bolts shall be staggered per Figure 19. Deck ledgers shall be minimum 2x8 pressure-preservative-treated No.2 grade lumber, or other approved materials as established by standard engineering practice. When solid-sawn pressure-preservative-treated deck ledgers are attached to engineered wood products (minimum 1“ thick wood structural panel band joist or structural composite lumber including laminated veneer lumber), the ledger attachment shall be designed in accordance with accepted engineering practice. Tabulated values based on 300 lbs and 350 lbs for 1" and 1-1/8" EWP rim board, respectively. A minimum 1"x9‘/2" Douglas fir-larch laminated veneerlumber rim board shall be permitted in lieu of the 2" nominal band joist. Wood structural panel sheathing, gypsum board sheathing, or foam sheathing not exceeding one inch thickness shall be permitted. The maximum distance between the face of the ledger board and the face of the band joist shall be one inch. Fastener spacing also applies to southern piner Douglas fir-larch, and hem-fir band joists. American Wood Council Page 13 Placement of lag screws or bolts in deck ledge-rs The lag screws or bolts shall be placed as shown in Figure 19. The lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger (see Figure 19). Proper installation of lag screws or bolts shall be verified by the authority having jurisdiction. Figure 19: Ledger Board Fastener Spacing and Clearances stagger fasteners in 2 rows See Figure ‘M for rim joist fastener spacing See-TabI_e__SIF id“ 5"max. © © gg ©—- @ i 2“ |ni_n._": flI_ L lag screw, thru-bott, or iedser anchor with washer Thru~boIts shall have a diameter of '/2". Pilot holes for thru~bolts shall be "/32" to 9/16" in diameter. Thru-bolts require washers at the bolt head and nut. Expansion and Adhesive Anchors Use approved expansion or adhesive anchors when attaching a ledger board to a concrete or solid masonry wall as shown in Figure 15 or a hollow masonry wall with a grouted cell as shown in Figure 16. Expansion and adhesive anchor bolts shall have a diameter of 1/1“. l 5.5“ min. for 2x8* 6.5" min. for 2X10 7.5" min. for 2:12 “Distance can be reduced to 4.5" if tag screws are used or bolt spacing is reduced to that of lag screws to attach 2x8 ledgers to 2x8 band Jolsts (1 /2" 314" min. stacked washers not permitted) Minimum spacing and embedment length shall be per the n1arutfacturer‘s recornniendations. All anchors must have washers. MM Lag screws shall have a diameter of 1/1" (see MINIMUM REQUIREMENTS). Lag screws may be used only when the field conditions conform to those shown in Figure 14. See Figure 20 for lag screw length and shank requirements. All lag screws shall be installed with washers. Figure 20: Lag Screw Requirements tag screws must be hot- diriped galvanized or stalntess steel only screw must penetrate beyond band board I 1:112-.shan.i_<_ __ tengtnmustextendthrough _ ____ #1 amkiimum of 112.. Lag screw installation requirements: Each lag screw shall have pilot holes drilled as follows: 1) Drill a 1/1" diameter hole in the ledger board, 2) Drill a 5/£6" diameter hole into the band board of the existing house. DO NOT DRILL A 1/1" DIAMETER HOLE INTO THE BAND BOARD. existing band board " l The threaded portion of the lag screw shall be inserted into the pilot hole by turning. DO NOT DRIVE LAG SCREWS WITH A HAMMER. Use soap or a wood- compatible lubricant as required to facilitate tightening. Each lag screw shall be thoroughly tightened (snug but not over-tightened to avoid wood damage). American Forest & Paper Association Page 14 m~ U. Q ...m ._.|.. ecu U .R.“ W-I WS. LN MO. . K. NC“. .-I D D AH WOW. WW“. w..L.. T... PE.” ...m~.. ...§ E. LR. N. ..T W W. R .. S E . R. foundation wall deck footings must be at same elevation as existing house footing --l-existing house EXISTING HOUSE FOOTING IF LOCATED CLOSER THAN 5'-()'' TO AN EXISTING HOUSE WALL (see Figure 2 and Figure 12). For houses with basements, a cylindrical footing (caisson) is recomrnended to 1ninimize required excavation at the basement wail. Beam size is determined by Table 3. FREE-STANDING DECKS Decks which are free-standing do not utilize the exterior wall of the existing house to support vertical loads (see Figure 21); instead, an additional beam with posts is provided at or within L/4 of the existing house. THE ASSOCIATED DECK POST FOOTINGS SHALL BE PLACED AT THE SAME ELEVATION AS THE Figure 21. Free-Standing Deck Decks greater than 2 feet above grade s11aiI be provided with diagonal bracing. Figure 22. Diagonal Bracing Requirements DECK STABILITY 2x4. typicai thru~bott with washers. typicai BRACING PARALLEL TO BEAM BRACING PERPENDICULAR TO BEAM American Wood Council Page 15 Diagonal Bracing: Provide diagonal bracing both parallel and perpendicular to the beam at each post as shown in Figure 22. When parallel to the beam, the bracing shall be bolted to the post at one end and beam at the other. When perpendicular to the beam, the bracing shall be bolted to the post at one end and a joist or blocking between joists at the other. When a joist does not align with the bracing location, provide blocking between the adjacent joists. Decks attached to the house as shown in Figure 23A do not require diagonal bracing perpendicular to the house. Diagonal bracing parallel to the house may be omitted at the beam adjacent to the house for a freestanding deck attached as shown in Figure 23. F ree-standing Deck - Attachment to House: Attach the deck ri1n joist to the existing house exterior wall as shown in Figure 23 for a freestanding deck. The wall must be sheathed with minimum 3/8" wood structural panel sheathing. Use lag screws or thru-bolts when * fastening to an existing band joist or wall stud; use expansion anchors or epoxyr anchors when fastening to concrete or masonry. DO NOT ATTACH T O BRICK VENEERS. VERIFY THIS CONDITION IN THE FIELD PRIOR TO UTILIZING THIS METHOD. Fasteners shall be 16'' on center and staggered in 2 rows for free-standing decks. Flashing over the rim joist is required and must be installed in accordance with the flashing provisions in the LEDGER ATTACHMENT REQUIREMENTS. Deck Supported by Ledger - Attachment to House: Where supported by attachment to an exterior wall (Figures 14, 15, or 16), decks shall be positively anchored to the primaqr structure and designed for both vertical and lateral loads as applicable [R502.2.2]. The lateral load connection required shall be permitted to be in accordance with Figure 23A. Hold down tension devices shall be provided in not less than two locations per deck, and each device shall have an allowable stress design capacity of not less than 1,500 lb [R502.2.2.3]. See the Corrrrrrerttary to this document for additional information on applicability of this provision. Figure 23. Attachment of Free-Standing Deck to House for Deck Stability remove skiing at rimjolst location prior to instattafion continuous flashing extending past rim joist fasteners exterior sheathing min. thickness = 316‘ existing wail stud, band -——-a- joist. orconcrote or Figure 23A. Example of a Lateral Load Device for a Deck Attached to a House with a Ledger floor sheathing nailing at 6' maximum on center to total with hold down \ hold down or similar tension device masonry foundation wail L U / - fasteners @16'‘ 0.0. . [23 H * +2‘ staggered F 1 K A i J H \- itoor joist deck loist GUARD REQUIREMENTS 24. Other methods and materials may be used for guard All decks greater than 30" above grade are required to have a guard [R3121] - one example is shown in Figure construction when approved by the authority having jurisdiction. Figure 24. Example Guard Detail 4x4 post, typical DO NOT NOTGH I -—6'-0" maximurn spacing 2x6 or SM board if rsii cap (2)1r2= diameter-T in .. 2"I_;‘;her'§’ and the passage of a 4 diameter sphere openings shall not alter! ——>—i/-2:2 baiuster,typicai . 1 V 1. — 2:4 top and bottom: attach to guard post with t2)8d threaded nails or (2)58 wood screws 22%“ long on inside {ace Latt h baiusters at top and bottom with (‘i)#8 wood screw or (2)8d pQ$t—iram6 threaded units with 0.135“ noroinat diameter American Forest 81 Paper Association Page 16 GUARD POST ATTACHMENTS joists shall be attached to the rim joist in accordance Deck guard posts shall be a minimum 4x4 (nominal) with Figure 26. Only hold down anchor models meeting with an adjusted bending design value not less than these minimum requirements shall be used. Hold down 1,100 psi. ' anchors shall have a minimum allowable tension load of 1,800 pounds fora 36" maximum rail height and be Guard posts for guards which run parallel to the deck installed in accordance with the manufacturer’s joists shall be attached to the outside joist per Figure 25. instructions. Guard posts for guards that run perpendicular to the deck Figure 25. Guard Post to Outside Joist Example I see FIGURE 24 for guard *guard posts can be installed as V F component attachment shown in Figure 26 (between joists) Quaid Posts {nay b_e E requirements if blocking is installed as shown below located °n.e‘th.e.r Side I within 12" of each side of the post of the outsrde-301st { E at first interior bay, provide 2x blocking at guard posts guard post ~—=— } with hold-down anchors; attach blocking with 10d _\ : threaded nails top and bottom. each side ;\j (2)1;/2" dia. thru~ LE bolts and washers k outsqdei-0iSt_,_ it i ‘ j_ .‘ :b 2" min. Q; q ' ‘ _ _ .. 2~1l2" min. and 5“ max. 2" min. = * u cl ost ' 0ut5ide.j0isj_/ SECTION 9 ar p PLAN VlEW Figure 26. Guard Post to Rim Joist Example see rscuna 24 for guard h°*d'd°W“ anchm component attachment - - requirements Iolsls guard post -—I- rim joist hold-down anchor E joist -—~u ‘Y"1>Yl post at joist locations 8 - rim joist L hold-down anchor / minimum (2)112 \ I 2"min- dlameterthru- I i 2-11'2" min. and 5" max. bolts and washers ‘ ‘= 2" min. at joist location between joists SECTION PLAN WEWS American Wood Council Page 17 STAIR REQUIREMENTS Stairs, stair stringers, and stair guards shall meet the requirements shown in Figure 27 through Figure 34 and Table 6 except where amended by the local jurisdiction. All stringers shaii be a minimum of 2x12. Stair stringers shall not span more than the dimensions shown in Figure 28. If the stringer span exceeds these dimensions, then a 4x4 post may be provided to support the stringer and shorten its span length. The 4x4 post shall be notched and bolted to the stringer with (2) ‘/1" diameter through- boits with washers per Figure 8. The post shall be centered on a 12" diameter or 10" square, 6" thick footing. The footing shall be constructed as shown in Figure 34 and attached to the post as shown in Figure 12. An intermediate landing may also be provided to shorten Figure 27. Tread and Riser Detait riser may be open, but shalt not allow the passage of a 4" diameter sphere 10" minimum 7-314" maximum ‘ riser; height shall . . not deviate [mm risers: ix malenal, mmlmum one another by - more than 3i8“ \- treads: see Figure 29 and Table 6 314" - 1-1M“ nosing; nosing shall not deviate from one another by more than 318” Figure 29. Tread Connection Requirements Attachment per tread at each stringer or ledger: 2x_ or SM treads - (2)8d threaded nails or (2)#8 screws 22-1i2“ long 3x_ treads - (2)t6d threaded nails or (2)#8 screws 23-1i2" long stringer treads: 2x_ or 514 board treads: see Table 6 18" max ___ 18" max 35" max ‘T E V / 2x4 iedgers, each side, futt depth of tread; attach with (4)10d threaded stringers nails or (4)#8 wood screws 23" long CUT St'RlNGER SOLID STRINGER ' the stringer span (see provisions below). If the total vertical height of a stairway exceeds 12'-O", then an intermediate landing shall he required. All intermediate stair landings must be designed and constructed as a freestanding deck using the details in this do curnent. Stairs shall he a minimum of 36" in width as shown in Figure 33 [R3113]. If only cut stringers are used, a minimum of three are required. For stairs greater than 36" in width, a combination of cut and solid stringers can be used, but shall be placed at a rnaximum spacing of 18" on center (see Figure 29). The width of each landing shall not be less than the width of the stairway served. Every landing shall have a rninimum dirnension of 36" measured in the direction of travel and no less than the width of the stairway served [R31 1.7]. Figure 28. Stair Stringer Requirements l ‘:33. span = 6'-0" for other Table 1 specig CUT STRINGER max. span = 7'-0" for southern pine J max. span = 16'-6" for southern pine E Fhi-arr. span = 13‘-3" for otherTable 1 specgs SOUD STRINGER Tabte 6. Minimum Tread Size for Cut and Solid Strtnqers1 . Cut Solid Species Stringer Stringer Southern Pine 2x4 or 5/4 2x6 Douglas Fir Larch, Hem-Fir, spr2 2x4 or 514 2x8 or 3x4 Redwood, Western Cedars, Ponderosa Pines. Red Pine3 2x4 or SM 2x10 or 3x4 1. Assumes 300 lb concentrated load, U288 deflection limit, No. 2 grade, and wet service conditions. 2. lncislng assumed for retractory species Including Douglas fir- larch, hem-fir, and spruce-pine-ttr. 3. Design values based on northern species with no inclsing assumed. American Forest 81 Paper Association Page 18 Figure 30. Stair Guard Requirements stair guard is required for stairs with a total rise of 30" or more; see GUARD REQUIREMENTS for more information stair guard height: 34“ min. measured from nosing of step Openings for required guards on the Triangular opening shall sides of stair treads shall notatiow not permit the passage a sphere 4-3i8" to pass through. of a 6" diameter sphere. Figure 31. Stair Stringer Attachment Detail rimjoist or outstdejoiet § sloped joist hanger. minimum download capacity of625 lbs; see JOIST HANGERS for more requirements ATTACHMENT WITH HANGERS STAIR HANDRAIL RE! ZUIREMENTS All stairs with 4 or more risers shall have a handrail on at least one side (see Figure 32A) [R3 1 1.7.7]. The handrail height measured vertically from the sloped plane adjoining tl1e tread nosing shall he not less than 34 inches and not more than 38 inches (see Figure 30) [R31 1.7.7.1]. Handrails shall be graspable and shall be composed of decay-resistant and/or corrosion resistant material. Handrails shalt be Type I, Type II, or provide equivalent graspability (see Figure 32B). Type I shall have a perimeter dimension of at least 4" and not greater Figure 32A. Handrail Mounting Examples Fasten handraits per manufacturer recommendations 1§"mtn.—-— __ 1t"m§n-—e ~— I .>—< ’ U _ 34"-38‘*tonosir1g of stairs, typicai wall-—-—- X corrostorrreslstant _ r _"'““'“ 33:?’ _ _ handrailhardware MOUNTED TO WALL MOUNTED T0 GUARD than 6-%‘'. Type II rails with a perimeter greater than 6-1/2" shall provide a graspable finger recess area on both sides of the profile [R3 1 1 3.7.3}. All shapes shall have a smooth surface with no sharp corners. Handrails shall run continuously from a point directly over the lowest riser to a point directly over the highest riser and shall return to the guard at each end (see Figure 33). Handrails may be interrupted by guard posts at a turn in the stair [R31 1.7.7.2} Figure 32B. Handrail Grip Size ax.'max. ruin.I ‘m RECESSED NONClRCULAR ClRCULAR [R33 1.7.7.3 Type I] Perimeter: 4" - 6%" [R31 1.7.7.3 Type II] Perimeter: >6,-l“ American Wood Council Page 19 STAIR F0 OTING REQ QUIREMENTS |R403| Where the stairway meets grade, attach the stringers to the stair guard posts as shown in Figure 34. Posts shall bear on footings. All footings shall bear on solid ground and shall be placed at least 12 inches below the undisturbed ground surface or below the frost line, Whichever is deeper (see Figure 34). Stringers shall bear on a 2x4 bearing block attached to the post as shown. Stringers shall not bear on new or existing concrete pads or patios that are not founded below this depth. When guards are not required (see GUARD Figure 33. Miscellaneous Stair Requirernents i handrail height: 34"-38" from__ nosing of step handrail ——IFL handrail shall return at each end 36" min. stair width FRAMING AT CHIMNEY OR BAY WINDOW All members at a chimney or bay window shall be framed in accordance with Figure 35. Headers may span a maximum of 6'-0". When a chimney or bay window is wider than 6‘-()‘', one or more 6x6 posts may be added to reduce header spans to less than 6'-O". In such cases, the post footing must meet the requirements in the FOOTINGS section. Headers with a span length greater than 6'—0" require a plan submission. Headers shall be located no more than 3'-0" from the end of the trimmer joist. Triple trimmer joists are required on each side of the header if joist spacing is 12" or 16" o.c. or if the trimmer joist span exceeds 8‘—6"; otherwise, double trimmer joists are permitted. Trimmer joists may bear on the beam and extend past the beam centerline up to L114 as shown in Figures 1A and 2, or the trimmer joist may attach to the side of the beam with joist hangers as shown in Figure REQUIREMENTS), posts may terminate below the bottom tread elevation. Bolts are only required if a guard post is required. STAIR LIGHTING REQUIREMENTS iR303.6l Stairways shall have a light source located at the top - landing such that all stairs and landings are illuminated. The light switch shall be operated from inside the house. However, motion detected or timed switches are acceptable. Figure 34. Stair Footing Detail Out Post at bottom tread (2)*/;* diameter thru-bolts elevation when no stair with washers required only guard is required if guard is required; otherwise 1 e use (2) #8 wood screws 23%" stair &‘& stringer i+' fl long or (2) 16d threaded nails Attach 2x4 bearing block using (8) #8 wood screws 23-‘ 2'‘ long or (8) 16d threaded nails *3 -0 I .__)T . J 5 4x4 _g -— I ' + _g _->1-l I 1 :5 6" 5 _ minimum ‘- sectlen t h 10"x10“ square or frog dept 12" die. feeling 1B. Joist hangers shall each have a minimum download capacity in accordance with Table '7. Bolts or lag screws used to attach the hanger to the ledger shall fully extend through the ledger into the 2-inch nominal lumber band joist (1-1/1H actual) or EWP rim board. Otherwise a freestanding deck is required. Table 7. Trimmer Joist Hanger Download Capacity Joist Size Minimum Capacity, lies 2x8 1050 2x10 1380 2x12 1500 p___"_____-___i American Forest 81 Paper Association Page 20 Figure 35: Detail for Framing Around a Chimney or Bay Window 3 = 3-4)" maximum triple joist _ I decking may I? 6"°" maXimum—>l (-?:5q1:r'7)yplca 5 extend 6" maximum , / 54¢/-ééjy Z chimney or " chimney l_‘_-*""""“'""*"*“— V / b 1 a / °F bay o @ Bolts or leg 2’////j}/‘}3/O/:{///// //’ [edger window screws shall fuiiy L ' - J board L" © @ extend into band ii \: Q, joist or rim board tripie trimmer double joist dO,_,b|e header \\~(2)‘/2' diameter thru-boit joist-each side* hanger. typical or leg screws at |edger* “'Trimmerjoist may be double ifioists are spaced ‘See Figure 19 for fastener spacing. 24" o.c. or if trimmer length is 8‘-6" or iess edge, and end distances PLAN VIEW SECTION American Wood a Councfl Traditional and Engineered Wood Products INTERNATIONAL CODE COUNCN? it is intended that this document be used in conjunction with competent design, accurate fabrication, and adequate supervision of construction. While every effort has been made to insure the accuracy of the information presented, the American Forest & Paper Association and its members do not assume responsibility for errors or omissions in the document, nor for designs, plans, or construction prepared from it. Those using this document assume all liability arising from its use. Copyright © 200?, 2009, 2010 American Forest & Paper Association, inc. American Wood Council Page 21 Commentary to Prose-riptive Residential Wood Deck Construction Guide DOA 6 Foreword This Commentary to DCA 6 — Prescrr'p!ive Residential Wood Deck Construction Guide has been requested by builders, building officials, and others, to provide background information and example calculations for various sections and tables ofDC/I 6. The DCA 6 Commentary follows the same organization as DC/1 6. Discussion of a particular provision in DCA 6 is found in the DCA 6 Commentary by locating the sanre section or subsection found in DCA 6. Not every section of DCA 6 has a corresponding commentary section. The DCA 6 Comnzentary provides background information intended to give the reader an urrderstanding of the data and/or experience upon which the provision is based. One or more examples of the calculation procedures used to produce several of the tables are given to illustrate the scope of conditions covered by the table. The provisions ofDCA 6 conre primarily from the international Code Council’s Intenrationai Residential Code (IRC). In developing the DCA 6 Commentary, data available from laboratory tests and experience with structures in—service Was analyzed and evaluated for the purpose of providing a consistent explanation. It is intended that this document be used in conjunction with competent design, accurate fabrication, and adequate supervision of construction. Therefore, AF&PA does not assume any responsibility for errors or omissions in the DCA 6 Commentary, nor for designs or plans prepared from it. Inquiries, comments, and suggestions from readers of this document are invited. American Forest & Paper Association Design for Code Acceptance Background In August 2006, the American Forest & Paper Association’s American Wood Councii (AWC) Technical Committee formed an ad-hoc task group to address prescriptive provisions for residential wood deck construction. Representatives of the wood products industry, home builders, connector manufacturer's, building officials, and truss industry were represented on the task group. The Technicai Committee urged the Task Group not to “reinvent the wheel,” but to review existing infornrati'on to determine if there was something on which to build. One resource reviewed was a document developed by the Fairfax County, Virginia Department of Public Works and Environmental Services titled “Typical Deck Details.” With Fairfax County’s permission, this became the basis for DCA 6. Since Fairfax County’s Typical Deck Details was developed for a specific geographic location, DCA 6 was expanded to apply on a national basis (e.g. addition of western lumber species). The first version of DCA 6 was posted to the AWC website in October 2007. Copyright © 2009 American Forest 8r Paper Association, Inc. Page 22 Basis As stated in the boxed text on the cover of DCA 6, provisions and details are based on the International Code Council’s (ICC) Infernaliorral Residential Code (IRC). The original version of DCA 6 was based on tile 2006 IRC. Subsequent versions of DCA 6 incorporated changes based on published supplements (approved code changes) to the IRC. The current version of DCA 6 is based on the 2009 IRC. Alternative Methods and Materials A key point for users is the statement: “This document is not intended to preclude the use of alternative methods and materials.” Further, IRC Rl04.l l states: “An alternative material, design or method of construction shail be approved where the building official finds that the proposed design is satisfactory and complies with the intent of the provisions of this code, and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code.” While AWC develops design tools and guidelines for wood construction, it is recognized that decks are built with materials other than wood. Many of these materials undergo scrutiny through a code evaluation process such as that promulgated by ICC’s Evaluation Services. The result is typically an Evaluation Service Report (ESR) for the product. The building official is typically the authority having jurisdiction and makes the final decision regarding all construction methods and materials. MINIMUNI RE! QUIREMENTS 1. This document applies to single level residential wood decks only. Multiple level decks will likely have stairs that create additional concentrated ioads that are not considered in the joist and beam span tables for DCA 6. Non-residential decks or balconies typically require design by a licensed professional. 2. Table 1 does not provide an exhaustive list of preservative treatments and retention levels for ground contact lumber. The American Wood Protection Association (AWPA) is a non-profit organization which is responsible for promulgating voluntary wood preservation standards. AWPA Standards are developed by its technical committees under an ANSI accredited consensus-based process. Note also that many preservative treatments undergo scrutiny through a code evaluation process such as that promulgated by 1CC’s Evaluation Services. The result is typically an Evaluation Service Report (ESR) for the product. 3. Smooth shank nails are prone to “backing out” of wood due to moisture cycling. Threaded nails include helical (spiral) and annular (ring—shank) nails as defined in AST M F 547. including the common terms “spiral” and “ring-shank” is important to ensure availabiiity from lumber yards. Reference design values for post frame ring shank nails in accordance with AST M F1 667 are provided in DA4: Post Frame Rina Shank Nails (AF&PA 2007). Tabulatcd values are calculated in accordance with the 2005 National Design Spec:_'fication® 0/DS®) for Wood Construction yield limit equations. 4. NDS Chapter 11 contains spacing, end, and edge distance requirements for various fasteners, including bolts and lag screws. 5 . When subjected to standardized laboratory tests that accelerate the corrosion process, metal connectors and fasteners exposed to the chemicals used in ACQ, Copper Azole, or ACZA exhibit higher rates of corrosion than connectors and fasteners exposed to CCA. Users should rigorously apply recommendations of the chemical manufacturers and the treating industry -— to use corrosion resistant fasteners and connectors or zinc coated (galvanized) fasteners and connectors with corrosion protection at least equivalent to that of hot-dip galvanized products. Additional information is available from various sources including: littp://ww\v.awc.org/HelpOutreach/fan/Corrosion.ht1nl 6. Concentrated loads, such as those created by hot tubs and planters, are beyond the scope of DCA 6. 7. Structural members and connections shown in DCA 6 have been sized based primarily on a uniformly distributed floor live load of 40 psf and a dead load of 10 psf (table footnotes specify where other point loads have been considered). If a deck is not prone to sliding or drifting snow, the criteria in DCA 6 can be conservatively applied to a deck with a uniformly distributed snow load of 40 psf and a 10 psf dead load. American Wood Council Page 23 The IRC provides guidance on applicability of provisions of the IRC for high wind and seismic regions as follows: “R3fl1.2.1.1 Design criteria. Construction in regions where the basic wind speeds from Figure R301.2(4) equal or exceed l00 miles per hour in hurricane-prone regions, or 110 miles per hour elsewhere, shall be designed in accordance with one of the following:...” Several alternate methodologies are subsequently listed. This indicates that provisions of the IRC are applicable in hurricane regions less than 100 mph and less than ll0 mph elsewhere. “R3[i1.2.2 Seismic provisions. The seismic provisions of this code shall apply to buildings constructed in Seismic Design Categories C, D0, D1 and D2, as detennined in accordance with this section... Exception: Detached one— and two~family dwellings located in Seismic Design Category C are exempt from the seismic requirements of this code.” 8. IRC R7'O3.8(5) requires attachment of flashing “. . .Where exterior porches, decks, or stairs attach to a wall or floor assembly of wood-frame construction.” Aluminum flashing should not be used if it will be in contact with treated lumber. Lumber treated with preservatives such as alkaline copper quat (ACQ), copper azole (CA), or arnmoniacal copper zinc arsenate (ACZA) all contain copper. As a result, they will corrode aluminum flashing as well as ferrous metals. 9. IRC R1 10.] Use and occupancy states: “No building or structure shall be used or occupied. . .until the building official has issued a certificate of occupancy. . .” 10. See Commentary for Alternative Methods and Materials. DECKING REQUIREMENTS The American Lumber Standard Committee (ALSC) Policy for Evaluation of Recommended Spansfor Span Rated Decking Products (ALSC Decking Policy) provides a uniform method for assessing span rated decking products which are produced from many different species of wood, and graded under several different grading standards. This ALSC policy covers specific products classified by size as decking and are assigned a recmnmended span of usually 16" or 24". This policy is not intended to be used for the assessment or approval of decking spans in excess of 24". The range of current grading rule specifications and species requires the establishment of a uniform common analytical procedure for assessing the appropriateness of these products relative to the rcconunended spans. This ALSC policy establishes this uniform analytical procedure. The analysis for maximum span rating assumes the following design conditions: 1. Span —— Two-span continuous with load applied to only one span. 2. Seasoning — Green use condition (Moisture Content >l9%), assumed to be 23% MC or greater. 3. Deflection Limit H Deflection under design loads using calculated average allowable modulus of elasticity shall not exceed L/180. Load Conditions M Allowable span analysis includes the following two load conditions with load applied on one span of a two-span continuous beam: a. Uniform Load — the calculated maximum allowable fiber stress in bending derived from ASTM D2555 and D245 , or the In-grade test procedures of Annex I (of ALSC Decking Policy) equals or exceeds the stress induced by a 70 psf uniform load on the reconnnended span. The analysis assumes normal load duration. b. Point Load — the calculated maximum allowable fiber stress in bending derived from ASTM D2555 and D245, or the In-grade test procedures of Annex l (of ALSC Decking Policy) equals or exceeds the stress induced by a 220 lb. point load applied at the midpoint of the recommended span. The analysis assumes 7-day load duration. See Commentary for Alternative Methods and Materials for decking materials not covered by the ALSC policy American Forest & Paper Association Page 24 JOIST SIZE Joist spans are based on lumber size and joist spacing. The span of a joist is measured fiom the centerline of bearing at one end of the joist to the centerline of bearing at tl1e other end of the joist and does not include the length of the overhangs. Joist spans are limited to a maximum of 18'-0" to ensure appropriate design of beains and footings. If longer joist spans are designed, joist hangers, beams, posts, and footings will have to be analyzed to ensure appropriate load path. See span calculator at www.awc.org for simple span conditions without overhangs, however spans shall not exceed l8'— 0'‘ when used in conjunction with DCA 6. For simple span applications without overhangs and uniformly distributed loads, 1naximum joist spans are as shown in Table 2. Span calculations in Table 2 assume a 40 psf live load, 10 psf dead load, L/360 deflection limit, No. 2 grade, and wet service conditions. Span calculations in Table 2 for joists with overhangs (cantilevers), in addition to the 40 psf live load and 10 psf dead load, assume L/180 cantilever deflection with a 220 lb point load (same as used for span rated decking), No. 2 grade, and wet service conditions. The 220 pound poi11t load controlled in certain cases such as 2x8 and 2x10 at 12" at1d 16" o.c. — which is why the spans are the same (see Table C2). Deflection controlled for almost all 12" o.c. spacings and most 16" o.c. spacings. Joist spans can extend (overhang) past the joist bearing centerline up to L;/4 as shown in Figure 1A and Figure 2, or the joists may attach to the side of the beam with joist hangers as shown in Figure 1B (however, joists shall not be attached to opposite sides of the same beam). Allowing joists to span from opposite sides of the beam without appropriate consideration could potentially lead to a condition where beam capacity is exceeded. Incising factors are used for refractory species including Douglas fir—larch, henr—fir, and spruce-pine-fir. Hem-fir spans control for these three species combinations. Northern species design values are used for Ponderosa pine and red pine with no incising assumed. These species are combined with redwood and western cedar since incising is not necessary for naturally durable wood (heartwood of the following species: decay- resistant redwood and cedars ~ corner sapwood is permitted if 90 percent or more of the width of each side on which it occurs is heartwood), therefore design values are comparable. Northern species design values control spans for these four species combinations. Table 02. Areas Where Point Load Controls Maximum Joist Spans with Overhangs*. With Overhangs up to U5‘ Species Size 12‘ N‘ 24" ' -——~——T3 “L9, w_g_ ,2, 220 lb point lead controls Southern Pine org is-6* 2:32 '- ‘ D0uglasFh- ~?.£L __ W Larch, Hep:-Fir. 2110 SPF 2112 Redwood, as . Western Cedars , ?ondeross Pine‘, 3-lfl ' Red Pine‘ BEAM SIZE & ASSEMBLY REQUIREMENTS Deck beam spans are in accordance with Table 3 and can extend past the post centerline up to LB/4 as shown in Figure 3. Beams are sized based on tributary load from joists within the span limits shown in Table 2. J oists are assumed to span from one side only. Allowing joists to span from opposite sides of the beam without appropriate consideration could potentially lead to a condition where beam capacity is exceeded. With appropriate assumptions, Table 3 could be used to size beams withjoists spanning from both sides. Since tabulated values for beams assume ‘A of the joist span to calculate tributary area, using 2x the joist span for cases where joists span symmetrically (equal joist spans) from opposite sides is acceptable. For example, assume there are 8'-(]" joists spanning from opposite sides of the same beam. The oolunm in Table 3 labeled for 16‘-0" joist spans can be used to size a beam in this case. Refractory species and naturally durable species are combined because of the incising factor. Even though design values for naturally durable species are lower than those of the refractory species, the incising factors applied to strength and stiffness values of refractory species offset the differences. Therefore, span differences are minimal. Northern species design values control spans for these species combinations. American Wood Council Page 25 H ' I .' . _Ii?reS6riptiVé'5R'é'SidéntiaiI-Wébd-‘DECK-':CO'n'§i'i DECK FRAMING PLAN A framing plan shows the layout of the primary structural system. Examples of structural elements include: joists, beams, ledger board, posts, footings, stringers, treads, and the type, size, and spacing of ledger board fasteners. Figure C5 shows an example of a typical deck framing plan. 3ee3i\\ara Tiqe tséf.é?"tapia 1)‘ loads. All three options have been evaluated to ensure as such. JOIST HANGERS span applications without overhangs, as shown in Table The loads listed in the Table 3A are derived from the 2, note that spans are identical to those shown in Table 2 worst case condition for eachjoist size based on Table 2 with overhangs for southern pine joists at 24" cc, (508 lbs, 654 lbs, and 771 lbs for southern pine at 24" therefore the same joist hanger capacities as shown in o.c. for 2x8, 2x10, and 2x12, respectively). For simple Table 3A will work for spans with or without overhangs. American Forest & Paper Association

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